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HomeMy WebLinkAboutX2021-1818 - CalcsAQX ENGINEERING 1520 Brookhollow, Suite #45, Santa Ana, CA 92705 Tel: (714) 662 0510 Fax: (714) 662 0559 STRUCTURAL CALCULATIONS for FRAN AND TERRY BUCHANAN 4 CHERRY HILLS LANE -BIG CANYON COUNTRY CLUB NEWPORT BEACH CA, 92660 AS20-013 6/15/2020 BUILDING DIVISION JB 2 3 2020 6Y M.K. G-i� - �Lo d W of AQX ENGINEERING -] ., 'el: (949) 2617740 1520 Brookhollow, suite 945, Santa Ana, CA 92705 Fax: (949) 261 776 OB NAME: JOB NO: SHEET NO: DDRESS: ENGINEER: ALEX DATE: Residential Roof Design Loads Dead Loads Description Composite Shingles/L.W. conc 8.0 psf 1/2" plywood sheathing 1.5 psf Roof Framing 3.0 psf Ceiling framing 2.0 psf Insul. Misc. 1.5 psf 16.0 psf 16.0 psf Slope: 12 :12 Adjustment: 1.414 USE: 22.6 psf Say 23.0 psf Live Load: (Method 1) (PLEASE NOTE, ALMOST HALF OF THE BUILDING IS VAULTED WHICH IS LOWER THAN 16 PSF). 0 to 200sgt 201 to 600 sqt Over 600 sqt USE Flat or rise <=4:12 20 16 12 psf Rise = 6:12 18 16 12 psf Rise> 12:12 16 12 12 psf Wall weight breakdown Description with plaster gypsum board 1/2" 2.2 psf 2x6 studs@16b.c: 2 walls 3.4 psf Insulation 0.5 psf stucco 8.0 psf Mechanical/Electrical 0.5 psf Subtotal 14.6 psf Use Ext. with stucco 15.0 psf Int. 9 psf COMPOSITE SHINGLESAMDesign loads Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Tille Block" selection. Project Title: Engineer: Project ID: Project Descr: Printed. 11 JUN 2020. 11:30AM I.Wood Beam His: AJ2U-U1J bULMANAN.eco YY Software mpvrinht ENERCALC, INC. 19B3 C& Build:12.20.2.28 DESCRIPTION: HDR-A CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,350.0psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 1,350.0psi Eberl 1,600.Oksi Fc -Prll 925.0psi Eminbend -xx 580.0ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling a D(0.362) Lr(0.286) a s s L, M 410 Span = 5.0 ft�* Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.3620, Lr = 0.2860 , Tributary Width =1.0 ft DESIGN SUMMARY a- e e Maximum Bending Stress Ratio = 0.243: 1 Maximum Shear Stress Ratio = 0.248 :1 Section used for this span 4x10 Section used for this span 4x10 = 492.13psi = 52.61 psi = 2,025.00psi = 212.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection ''. Max Downward Transient Deflection 0.011 in Ratio = 5478>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 '.. Max Downward Total Deflection 0.025 in Ratio = 2391 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C I Cr C in C t C L M fb Fb V N Fv +D+H 0.00 0.00 0.00 0.00 ( Length =5.0ft 1 0,190 0.194 0.90 1.200 1.00 1.00 1,00 1.00 1.00 1.15 277.25 1458.00 0.64 29.64 153.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0171 0.174 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.15 277.25 1620.00 0.64 29.64 170.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.243 0.248 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.05 492.13 2025.00 1.14 52.61 212.50 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.149 0.152 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.15 277.25 1863.00 0.64 29.64 195.50 +D+0.750Lr+0,750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0217 0.221 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.82 438.41 2025.00 1.01 46.87 212.50 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0ft 1 0149 0.152 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1,15 277.25 1863.00 0.64 29.64 195.50 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Protect Descr: Title Block" selection. -Wood Beam DESCRIPTION: HDR-A Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr Cm C t C Length = 5.0 it 1 0.107 0.109 1.60 1.200 1.00 1.00 1.00 1.00 Moment Values 1.15 277.25 Printed: 11 JUN 2020, 11:30AM File: AS20-013 BUCHANAN.eoB :NERCALC, INC. 1902020, Build:12.20.2.28 P - e _ Shear Values F'b V fv F'v 259200 064 2964 272.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 it 1 0.107 0.109 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.15 277.25 2592.00 0.64 29.64 272.00 +D+0.750Lr+0.7501-+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.169 0.172 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.82 438.41 2592.00 1.01 46.87 272.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.107 0.109 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.15 277.25 2592.00 0.64 29.64 272.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.107 0.109 1.60 1,200 1.00 1.00 1.00 1.00 1.00 1.15 277.25 2592.00 0.64 29.64 272.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.064 0.065 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.69 166.35 2592.00 0.38 17.78 272.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 it 1 0.064 0.065 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.69 166.35 2592.00 0.38 17.78 272.00 Overall Maximum Deflections Load Combination Span Max. "-" De8 Location in Span Load Combination Max. "+" Deb Location in Span +D+Lr+H 1 0.0251 2.518 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination SUODort 1 Su000rt 2 Overall MINimum 0.715 0.715 +D+H 0.923 0.923 +D+L+H 0.923 0.923 +D+Lr+H 1.638 1.638 +D+S+H 0.923 0.923 +D+0.750Lr+0.750L+H 1.459 1.459 +D+0.750L+0.750S+H 0.923 0.923 +D+0.60W+H 0.923 0.923 +D+0.70E+H 0.923 0.923 +D+0.750Lr+0.750L+0.450W+H 1.459 1,459 +D+0.750L+0.7508+0.450W+H 0.923 0.923 +D+0.750L+0.750$+0.5250E+H 0.923 0,923 +0.60D+0.60W+0.60H 0.554 0.554 +0.60D+0.70E+0.60H 0.554 0.554 D Only 0.923 0.923 Lr Only 0.715 0.715 L Only S Only W Only E Only H Only Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Printed: 1 I JUN 2020, 11:32AM Wood Beam i-ne: AS2U-01J t1UCHANAN.eCS Software mpydaht ENERCALC, INC. 1983.2020, Build:12.20.2.28 DESCRIPTION: FB-1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2018 Fb - Fc - Frill Wood Species : il-evel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 3.501.875 Span = 5.0 ft 2900psi E: Modulus of Elasticity 2900psi Ebend-xx 20001ksi 2900psi Eminbend -xx 1016.535ksi 750 psi 290 psi 2025psi Density 45.07pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.130, Lr = 0.160 , Tributary Width =1.0 ft DESIGN SUMMARY o Maximum Bending Stress Ratio = 0.03a 1 Maximum Shear Stress Ratio = 0.046 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 = 138.13psi = 16.56 psi = 3,625.00psi = 362.50 psi' Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 It Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 25897>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.004 in Ratio = 13674>=180 Max Upward Total Deflection 0.000 In Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r Cm C t C L M 1b Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 5.0 it 1 0.025 0.030 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.45 65.19 2610.00 0.22 7.82 261.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.022 0.027 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.45 65.19 2900.00 0.22 7.82 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00. 0.00 0.00 0.00 Length = 5.0 It 1 0.038 0.046 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.95 138.13 3625.00 0.46 16.56 362.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.020 0.023 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.45 65.19 3335.00 0.22 7.82 333.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.033 0.040 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0,82 119.90 3625.00 0.40 14.38 362.50 +D+0.750L40.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0it 1 0.020 0.023 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.45 65.19 3335.00 0.22 7.82 333.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer. using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 11 JUN 2020, 11:32AN1 Wood BeamFile: A 20-036UCHA AN.e DESCRIPTION: FB-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFiv Ci Cr Cm C t CL M fb F'b V fv F'v Length = 5.0 it 1 0.014 0.017 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0,45 65.19 4640.00 0.22 7.82 464.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.014 0.017 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 65.19 4640.00 0.22 7.82 464.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 it 1 0.026 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.82 119.90 4640.00 0.40 14.38 464.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 it 1 0.014 0.017 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 65.19 4640.00 0.22 7.82 464.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 it 1 0.014 0.017 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.45 65.19 4640.00 0.22 7.82 464.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0 It 1 0.008 0.010 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 39.12 4640.00 0.13 4.69 464.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0It 1 0,008 0.010 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 39.12 4640.00 0.13 4.69 464.00 Overall Maximum Deflections Load Combination Span Max. °-" Dell Location in Span Load Combination Max. "+" Deg Location in Span +D+Lr+H 1 0.0044 2.518 0,0000 0.000 Vertical Reactions Support notation: Farleftis#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0,400 0.400 +D+H 0.358 0.358 +D+L+H 0.358 0.358 +D+Lr+H 0.758 0.758 +D+S+H 0.358 0.358 +D+0.7501-r+0.750L+H 0.658 0.658 +D+0.750L+0.750S+H 0.358 0.358 +D+0.60W+H 0.358 0.358 +D+0.70E+H 0.358 0.358 +D+0.750Lr+0.750L+0.450W+H 0.658 0.658 +D+0.750L+0,750S+0.450W+H 0.358 0.358 +D+0.750L+0.750S+0.5250E+H 0.358 0.358 +0.60D+0.60W+0.60H 0.215 0.215 +0.60D+0.70E+0.60H 0.215 0.215 D Only 0.358 0.358 Lr Only 0.400 0.400 L Only S Only W Only E Only H Only Calculation Sheet